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19-104955
1 Building - Multi Family City or Federal Way Permit #:19-104955-00-MF Community Development Dept. 33325 8th Ave S Federal Way,WA 98003 Inspection Request Line: (253)835-3050 Ph:(253)835-2607 Fax (253)835-2609 Project Name: RETREAT AT MAPLE HILLS BUILDING 13 Project Address: 32126 20TH LN SW Parcel Number: 132103 9101 Project Description: Remove&replace 2nd floor decks including new footing,posts,beams,joist and hangers. Owner Applicant Contractor Lender LEEWARD STRATEGIC BLUE PINE CONSTRUCTION BLUE PINE CONSTRUCTION OWNER IS LENDER PROPERTIES CORP. CORP MBARCADERO CENTER SUITE 1 4857 W 147TH ST SUITE D 4857 W 147TH ST SUITE D SAN FRANCISCO CA 94111 HAWTHORNE CA 90250 HAWTHORNE CA 90250 USA Census Category: 437-Commercial alt/add/conversion Includes: #1 #2 #3 #4 Occupancy Class: Construction Type: Occupancy Load: Floor Area(sq.ft.) Additional Permit Information Mechanical to be Included' No Number of Stories 2 Is this an Online or O.T.C.application" No Permit for Building Shell Only? No Plumbing to be Included? No Total Valuation:40,000.00 PERMIT EXPIRES Sunday, 19 April,2020 Permit Issued on Tuesday,October 22,2019 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy a d th use will be in accordance with the laws, rules and regulations of the State of Wa ' gton and the City of Federal Way. Owner or agent: Date: /of • THIS CARD IS TO REMAIN ON-SITE y Construction Inspection Record Federal Way INSPECTION REQUESTS:(253)835-3050 PERMIT#: 19 104955 00 Address: 32126 20TH LN SW Bldg 13 Project: LEEWARD STRATEGIC PROPERTI FEDERAL WAY WA 98023 Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right,top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card. 1❑ Footings/Setback(4110) ❑ Foundation Wall(4115) 0 Drainage/Downspout(4040) Approved to place concrete Approved to place concrete Approved to backfill By Date ( / By Date By Date 4❑ Re-steel(' 15) El Slab/Concrete Floor(4255) Q Underfloor Framing(4285) Approved to place concrete or grout Approved to place concrete Approved to sheath floor By Date By Date I By Date ® Floor Sheathing(4105) ® Shear Walls(4245) ' Q Roof Sheathing(4220) Approved to install flooring Approved to install siding Approved to install roofing By Date ..�By Date .1 By Date •' E 11 Fire/Draft Stops(4095) Prior to scheduling a Framing inspection; Framing(4120) Approved Electrical,Plumbing&Mechanical Rough-in Approved to insulate and Fire/Draft Stop inspections must be signed- By Date off and approved IBC 1093.4 By Date . • ./ u El 13 Insulation(4150) Gypsum Wallboard Nailing(4130) 0Suspended Ceiling Grid(4265) t. Approved to install wallboard Approved to install mud&tape Approved to drop tile By Date By Date By Date El Final-S K F&R(4060) ® Final-Building(4050) Approved Approved By Date .By/t,4 Date / a.//c /(7 • 0 Rough Electrical 0 Final Electrical Right of Way Approved Approved Approved By Date By Date By Date • • Y L1„ rX • . • A � I RECEIVED OCT 142019 CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT row October 8, 2019 QUANTUM CONSULTING ENGINEERS STRUCTURAL CALCULATIONS (Permit Submittal) RETREAT AT MAPLE HILL—DECK REPAIR 1901 SW 320th St. Federal Way, WA 98023 Quantum Job Number: 19442.01 01W : 4 1 40/1 " Prepared for: dsle,t,_2.8963 e r • BLUE PINE CONSTRUCTION CORP. �oj►s" IAL , 4857 W. 147th St,Ste D /ONAL Hawthorne,California,90250 > rn APPROVED rn ° � N � Prepared by: QUANTUM CONSULTING ENGINEERS 70 70 W 1511 Third Avenue,Suite 323 ' (D N ;o Seattle,WA 98101 �„ a /U / o TEL 206.957.3900 /.__ < N 01 FAX 206.957.3901 -4 90 b Dm0Q m 0 _n N< F C < r 0 E5o 71/4- l)CCkZ- ri,Afif!NG-. U O < SSK-2 Lu - w @, Q a. co N Cy W 240SSK-4 SSK-3 (N)4x10 PT'BEAM , w'-o" (FLUSH) ,�' SEE SSK-4 FOR BEAM CONNECTION TO (E) BELOW, OR USE �0 5k' HUC HANGER TO (E) Pk<,c>- << DECK FRAMING PLAN SOLID WALL FRAMING SSK-1 11/ RETREAT AT MAPLE HILL 10/2/2019 19442.01 project date job no.1511THIRDAVENUE DECK REPAIR ELH SUITE 323 drawn SEATTLE,WA 98101 TEL 206.957.3900 BLUE PINE CONSTRUCTION CORP SSK-1 QUANTUM FAX 206.957.3901 C 0 N S U L i I N 6 E N 4 i N E E A S ww.quantumce.com client design by: shat na FLASHING BY (E) WALL, RIM OTHERS < BLOCKING, AND 2x6 PT FLOOR FRAMING DECKING NN‘,. ; , — / /! ,„ /I — ,„ I „ J Ill I „ rIy wit,.]iDECK JOIST PER SSK-1 WITH LUS HANGER 2x PT LEDGER W/ (2) ROWS 16d NAILS @16" O.C. & , 1/4x3-1/2 SDS , SCREWS @ 16" O.C. STAGGERED TOP —i—it-- & BOTTOM SSK-2 IIRETREAT AT MAPLE HILL 10/2/2019 19442.01 MEM project date job no. 1511 THIRD AVENUE DECK REPAIR ELH SUITE 323 drawn by SEATTLE,WA 98101 TEL 206.957.3900 BLUE PINE CONSTRUCTION CORP SSK-2 Q U A N T .... FAX 206.957.3901 G o N S V E i I N G E N G I N E E N S www.auantumce.com client design by sheet no. 2x4 TOP PLATE WITH (2) 16d COMMON INTO EACH STUD 2x8 CAP PLATE WITH 16d 2x4 STUDS @ 16" O.C. AT COMMON NAILS HALF-WALL, EACH W/ (4) 8d @ 6" O.C. TO COMMON TOENAILS INTO 2x4 TOP PLATE � ►=== BOTTOM PLATE 0.- 1 2x4 BOTTOM PLATE W/ (2) o 0 LT ROWS SDS 1/4x6 SCREWS , il' 2" I TO BEAM BELOW, ° STAGGERED @ 6" O.C. ° T Co y 2x6 PT DECKING ---41\-- T1-11 SIDING BY OTHERS ir i 1111111111111111 • DECK JOIST PER SSK-1 WITH LUS HANGER TO BEAM BEAM PER SSK-1 SSK-3 IIRETREAT AT MAPLE HILL 10/2/2019 19442.01 project date job no. 1511 THIRD AVENUE DECK REPAIR ELH SUITE 323 drawn by. SEATTLE,WA 98101 TEL 206.957.3900 BLUE PINE CONSTRUCTION CORP SSK-3 QUANTUM FAX 206.957.3901 G G n E G E E 1'G www.quantumce.com client design by: sheet no. RAILING WALL PER SSK-3 4x FLUSH BEAM PER SSK-1 1 . "f DECK JOIST PER SSK-1 WITH LUS / --- 1 HANGER TO BEAM PIT POST PER SSK-1 WITH EPCZ POST CAP -.- -- SSK-4 0/ RETREAT AT MAPLE HILL 10/2/2019 19442.01 project date job no. 1511THIROAVENUE DECK REPAIR ELH SUITE 323 drawn TELT206.57.3900 BLUE PINE CONSTRUCTION CORP SSK-4 QUANTU M FAX 206.957.3901 [G N S U E 1 1 N G ENGINEERS www.quantumce.com client design by: sheet no. NOTES: 1. IF EXISTING POST IS SUPPORTED ON CONCRETE IN GOOD CONDITION (4" MIN THICKNESS), INSTALL NEW SIMPSON RETROFIT ABU STAND-OFF POST BASE INTO EXISTING CONCRETE WITH 1/2" DIAMETER THREADED ROD, EPDXY-SET INTO CONCRETE WITH 2-3/4" EMBEDMENT. 2. IF NEW CONCRETE FOUNDATION IS REQUIRED, DIMENSIONS SHALL BE 16"x16"x8" DEEP, WITH (2) #4 BARS EACH WAY. INSTALL SIMPSON CAST-IN-PLACE PBS44 STAND-OFF POST BASE, OR INSTALL SIMPSON RETROFIT ABU POST BASE AS IN NOTE 1. P/T POST PER SSK-1 WITH NEW OR EXISTING POST BASE �— CONCRETE PER NOTES FOUNDATION AT POST LOCATION. SEE NOTES. 0 11 re LIZ " u- a ^w zo • Zn v AT (N) FTG, (2) #4 AT (N) FTG, BARS EACH WAY 16� x16 SSK-5 RETREAT AT MAPLE HILL 10/8/2019 19442.01 project date job no. 1511 THIRD AVENUE DECK REPAIR ELH SUITE 323 drawn SEATTLE,WA 98101 TEL 206.957.3900 BLUE PINE CONSTRUCTION CORP SSK-5 QUANTUM FAX 206957.3901 o.:!!r�. EX.INEEME www.auantumce.com client design by: sheet no. QUANTUM CONSULTING ENGINEERS STRUCTURAL DESIGN CRITERIA RETREAT AT MAPLE HILL-DECK REPAIR 1901 SW 320TH ST. FEDERAL WAY, WA 98023 QUANTUM JOB NUMBER: 19442.01 CODE CRITERIA: BUILDING CODE 2015 INTERNATIONAL BUILDING CODE BUILDING DEPARTMENT CITY OF FEDERAL WAY SNOW 25 PSF LIVE LOAD(RESIDENTIAL EXTERIOR DECKS AND BALCONIES) 60 PSF SOILS CRITERIA: ALLOWABLE BEARING PRESSURE(ASSUMED) 1,500 PSF MATERIALS CRITERIA: CONCRETE(28 DAY STRENGTH): FOUNDATION/S.O.G F'C=3,000 PSI REINFORCING STEEL: GRADE 40(#4 BAR) FY=40,000 PSI WOOD FRAMING: 2X JOISTS HF#2 OR DF#2 4XBEAMS_ DF#1 ASSEMBLY WEIGHTS FLOOR LOAD 2X6 DECKING 4.4 PSF FLOOR JOISTS @ 16"O.C. 2.5 PSF MISCELLANEOUS 5.1 PSF FLOOR DL 12.0 PSF LL=60 PSF P.1 1�CCl� /M6-. ///,////f/.//// / // /////�//ice/ btu LS 6L.= 12 , LL- 6O SL= F5F t- L 004'1 /0-0" X1575 sT 'Afro - ( t,s c'r ce/o4o,e, owl.8 bfL - (o44L- tv`-v ; 1wt 3 Gr- /g it()75g., rfe74 1,133 (r)(Z)2-4 Pr 2- /,539 Avp5F, l,abo pos. Fe 2-S'A col/6/770W (10 '/ 8 71i)-L11 !•a I/0 Ety_to PT 1)F-1 / 0.40V - Pr + =- et Lo -tR-tg (8) a 3-2,5sk 0..x.t4t... L614.0 1. 2-le-) A 4-1):75 L+c5k 1511 THIRD AVENUE SUITE 3 RETREAT AT MAPLE HILL 10/2/2019 19442.01 project date job no. LE,WA 98101 UITE 3 ELH drawn23 TEL SEA�206.957.33900 BLUE PINE CONSTRUCTION CORP P.2 QUANTUM FAX 206957.3901 �. :. , . E N 4 1 M,F A 5 www.q uentumce.com client design by: sheet no. Quantum Consulting Engineers LLC Project Title: Retreat at Maple Hill-Deck 1511 Third Avenue,Suite 323 Engineer: JHR/ELH Seattle,WA 98101 Project ID: 19442.01 (206)957-3900 Project Descr: www.quantumce.com Printed: 3 OCT 2019,11:58AM Wood Beam Software =C.1PROJEC-11RETREA-flcalcs\Relmat at Maple Hill ec6. Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30. Lic.#:KW-06005835 QUANTUM CONSULTING ENGINEERS DESCRIPTION: Deck Joists-(E)2x8 @ 16"o.c. CODE REFERENCES Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 850.0 psi Ebend-xx 1,300.0 ksi Fc-Pdl 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.01596)L(0.07980)S(0.03325) a e h p P4 2x8 14111ill'i Span=6.0 ft F 11 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.0120, L=0.060, S=0.0250 ksf, Tributary Width=1.330 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.428 1 Maximum Shear Stress Ratio = 0.271 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 401.85 psi fv:Actual = 32.49 psi FB:Allowable = 938.40 psi Fv:Allowable = 120.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.040 in Ratio= 1809>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.051 in Ratio= 1405>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t C L M fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.088 0.055 0.90 1.200 0.80 1.15 1.00 1.00 1.00 0.08 73.92 844.56 0.04 5.98 108.00 +D+L+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.428 0.271 1.00 1.200 0.80 1.15 1.00 1.00 1.00 0.44 401.85 938.40 0.24 32.49 120.00 +D+S+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.195 0.123 1.15 1.200 0.80 1.15 1.00 1.00 1.00 0.23 210.55 1079.16 0.12 17.02 138.00 +D+0.750L+0.7503+H 1.200 0.80 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.391 0.247 1.15 1.200 0.80 1.15 1.00 1.00 1.00 0.46 422.34 1079.16 0.25 34.15 138.00 P.3 Quantum Consulting Engineers LLC Project Title: Retreat at Maple Hill-Deck 1511 Third Avenue,Suite 323 Engineer: JHR/ELH Seattle,WA 98101 Project ID: 19442.01 (206)957-3900 Project Descr: www.quantumce.com Printed: 3 OCT 2019,11:58AM Wood Beam File=C:tPR0JEC-11RETREA-11caIes1Retreat at Maple HilLec6. Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 Lic.#:KW-06005835 QUANTUM CONSULTING ENGINEERS DESCRIPTION: Deck Joists-(E)2x8 @ 16"o.c. Overall Maximum Deflections Load Combination Span Max.-"Deft Location in Span Load Combination Max."+"Dell Location in Span +D+0.750L+0.750S+H 1 0.0512 3.022 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.308 0.308 Overall MINimum 0.100 0.100 +D+H 0.054 0.054 +D+L+H 0.293 0.293 +D+S+H 0.154 0.154 +D+0.750L+0.7505+H 0.308 0.308 D Only 0.054 0.054 L Only 0.239 0.239 S Only 0.100 0.100 P.4 Quantum Consulting Engineers LLC Project Title: Retreat at Maple Hill-Deck 1511 Third Avenue,Suite 323 Engineer: JHR/ELH Seattle,WA 98101 Project ID: 19442.01 (206)957-3900 Project Descr: www.quantumce.com Printed: 3 OCT 2019,11:58AM Wood Beam File...C;tPROJEC-11RETREA-11calcslRetreatatMaple Hil:ec6 Software copyright ENERCALC,INC.1983.2019,Build 10.19.1.30, Lic.#:KW-06005835 QUANTUM CONSULTING ENGINEERS DESCRIPTION: Edge Beam-(N)4x10 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,000.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,000.0 psi Ebend-xx 1,700.0 ksi Fc-Pa 1,500.0 psi Eminbend-xx 620.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0360)L(0.180)S(0.0750) h h h 4x10 e Span=10.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.0120, L=0.060, S=0.0250 ksf, Tributary Width=3.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.69a 1 Maximum Shear Stress Ratio = 0.304: 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 670.24 psi fv:Actual = 43.74 psi FB:Allowable = 960.O0psi Fv:Allowable = 144.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.109 in Ratio= 1098>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.142 in Ratio= 843>=180 Max Upward Total Deflection 0.000 in Ratio= -0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr Cm C t CL M fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.150 0.065 0.90 1.200 0.80 1.00 1.00 1.00 1.00 0.54 129.28 864.00 0.18 8.44 129.60 +D+L+H 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.698 0.304 1.00 1.200 0.80 1.00 1.00 1.00 1.00 2.79 670.24 960.00 0.94 43.74 144.00 +D+S+H 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.321 0.140 1.15 1.200 0.80 1.00 1.00 1.00 1.00 1.48 354.68 1104.00 0.50 23.15 165.60 +D+0.750L+0.7505+H 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.638 0.277 1.15 1.200 0.80 1.00 1.00 1.00 1.00 2.93 704.05 1104.00 0.99 45.95 165.60 +0.60D+0.70E+0.60H 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 P.5 Quantum Consulting Engineers LLC Project Title: Retreat at Maple Hill-Deck 1511 Third Avenue,Suite 323 Engineer: JHR/ELH Seattle,WA 98101 Project ID: 19442.01 (206)957-3900 Project Descr: www.quantumce.com Printed: 3 OCT 2019,11:58AM Wood BeatYf File=C:�PROJEC-1 RETREA-11calcs\Reheat at Maple Hill ec6. Software copyright ENERCALC,INC.1983-201%Build:10.19.1.30 . Lic.#:KW-06005835 QUANTUM CONSULTING ENGINEERS DESCRIPTION: Edge Beam-(N)4x10 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M lb F'b V fv F'v Length=10.0 ft 1 0.050 0.022 1.60 1.200 0.80 1.00 1.00 1.00 1.00 0.32 77.57 1536.00 0.11 5.06 230.40 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Dell Location in Span +D+0.750L+0.7505+H 1 0.1422 5.036 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.171 1.171 Overall MINimum 0.375 0.375 +D+H 0.215 0.215 +D+L+H 1.115 1.115 +D+S+H 0.590 0.590 +D+0.750L+0.7505+H 1.171 1.171 D Only 0.215 0.215 L Only 0.900 0.900 S Only 0.375 0.375 P.6 Quantum Consulting Engineers LLC Project Title: Retreat at Maple Hill-Deck 1511 Third Avenue,Suite 323 Engineer: JHR/ELH Seattle,WA 98101 Project ID: 19442.01 (206)957-3900 Project Descr: www.quantumce.com Printed: 3 OCT 2019,11:56AM Wood Column File=C:uPROJEC-11RETREA-11calauRetreat at Maple Hd tec6. Software copyright ENERCALC,INC.1983-2019,Buid:10.19.1.30 . Lic.#:KW-06005835 QUANTUM CONSULTING ENGINEERS DESCRIPTION: Post Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 12.250 inA2 Cf or Cv for Compression 1.150 Fb+ 575.0 psi Fv 140.0 psi lx 12.505 in"4 Cf or Cv for Tension 1.50 Fb- 575.0 psi Ft 375.0 psi inA4-Pit 575.0 psi Density 26.840 pcf ly 12.505 in 4 Cm:Wet Use Factor 1.0 Fc-PerpIncising Factors: Ct:Temperature Factor 1.0 405.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,100.0 1,100.0 1,100.0 ksi Use Cr:Repetitive? No Minimum 400.0 400.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Lu for budding ABOUT Y-Y Axis:K=1.0 Y-Y(depth)axis: Lu for buckling ABOUT X-X Axis:K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:20.549 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 9.0 ft,D=0.180,L=0.90,S=0.3750 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3238:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 1.157 k for load combination:n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 291.619 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +D+0.750L+0.750S+H Location of max.above base 9.0 ft Applied Design Shear 0.0 psi Allowable Shear 128.80 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.572 0.06009 PASS 0.0 ft 0.0 PASS 9.0 ft +D+L+H 1.000 0.532 0.3193 PASS 0.0 ft 0.0 PASS 9.0 ft +D+S+H 1.150 0.479 0.1611 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.7505+H 1.150 0.479 0.3238 PASS 0.0 ft 0.0 PASS 9.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Abs Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base ©Top @ Base @ Top +D+H 0.201 +D+L+H 1.101 +D+S+H 0.576 P.7 Quantum Consulting Engineers LLC Project Title: Retreat at Maple Hill-Deck 1511 Third Avenue,Suite 323 Engineer: JHR/ELH Seattle,WA 98101 Project ID: 19442.01 (206)957-3900 Project Descr: www.quantumce.com Printed: 3 OCT 2019,11:56AM Wood Coil'm11 File=C:1PROJEC-11RETREA-1lcalcs\Retreat at Maple Hill ec6 . Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 Lic.#:KW-06005835 QUANTUM CONSULTING ENGINEERS DESCRIPTION: Post Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Abs Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.750L+0.7505+H 1.157 D Only 0.201 L Only 0.900 S Only 0.375 P.8 cat457 c £3f 2a�-`f S`Tu.b5 e /(("v.c. tuct� 2-)t8 4-P RAE�— P = 2°° lbs Vt 645E : P k ( LgS)C v, in) 4100 Ly::,-/N tiEw u35 SOS sL4S PLAT 7b It6 ► alto 1435 Saki6I`b 114 jStal 8% t f . 2- /M 2571.LO S AtsAc,63 2._ S'esirie307_ 5DS'fY do C 6,"0.c. 12424)5 CHECK 2x8 CAP PLATE ATOP WALL FOR CAPACITY TO RESIST LATERAL LOAD OF 200 LBS AT TOP OF WALL. SEE ENERCALC RESULTS ON NEXT PAGE. 01 RETREAT AT MAPLE HILL 10/2/2019 19442.01 1511 Project date ELH job no. SUIT THIRD AVENUE SUITE 323 drawn by: SEALE,WA EL�206.957.39001 TBLUE PINE CONSTRUCTION CORP �7 P.9 QUANTUM FAX 206.957.3901 C C.EYEtiME ENGINEERS FAX client design br sheet no. Quantum Consulting Engineers LLC Project Title: 1511 Third Avenue,Suite 323 Engineer: Seattle,WA 98101 Project ID: (206)957-3900 Project Descr: www.quantumce.com Printed: 4 OCT 2019, 3:58PM Wood BeamFile=CtPROJEC-11RETREA-11calcslRetreatatMapleHit:ec6 Software copyright ENERCALC,INC 1983.2019,Build:10.19:1:30. Lic.#:KW-06005835 QUANTUM CONSULTING ENGINEERS DESCRIPTION: Cap Plate-2x8 flat CODE REFERENCES Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 850 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 850 psi Ebend-xx 1300 ksi Fc-PM 1300 psi Eminbend-xx 470 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 psi Ft 525 psi Density 26.84 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling L(0.2) 2x8 Span= 10.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: L=0.20 k @ 5.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.56a 1 Maximum Shear Stress Ratio = 0.115 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 456.60 psi fv:Actual = 13.79 psi FB:Allowable = 816.00psi Fv:Allowable = 120.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.123 in Ratio= 975>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv FY +D+H 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.90 1.200 0.80 1.00 1.00 1.00 1.00 734.40 0.00 0.00 108.00 +D+L+H 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.560 0.115 1.00 1.200 0.80 1.00 1.00 1.00 1.00 0.50 456.60 816.00 0.10 13.79 120.00 Overall Maximum Deflections Load Combination Span Max.-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1231 5.000 0.0000 0.000 P.10 Hilti PROFIS Engineering 3.0.50 www.hlitl.com Company: Quantum Consulting Engineers Page: 1 Address: 1511 Third Avenue,Suite 323,Seattle,WA 98101 Specifier: Phone I Fax: (206)957-3900 I E-Mail: Design: Concrete-Oct 8,2019 Date: 10/8/2019 Fastening point: Specifiers comments: 1 Input dataIrtILe,l *- Anchor Anchor type and diameter: HIT-HY 200+HAS-V-36(ASTM F1554 Gr.36)1/2 Item number: 2198021 HAS-V-36 1/2"x4-1/2"(element)/2022793 HIT-HY 200-R(adhesive) Effective embedment depth: hetaot=2.750 in.(hstiimit=-in.) Material: ASTM A 1554 Grade 36 Evaluation Service Report: ESR-3187 Issued I Valid: 4/1/2019 13/1/2020 Proof: Design Method ACI 318-08/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plateR: Ix x ly x t=3.500 in.x 3.500 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fb'=2,500 psi;h=4.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry,Installation direction:vertical downward Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] 4 Design loads 4 a Sustained loads 4 Va. Z 4 _ • I Y 60 x .�jjpp �O Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2018 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 P.11 Hilti PROFIS Engineering 3.0.50 www.hlltl.com Company: Quantum Consulting Engineers Page: 2 Address: 1511 Third Avenue,Suite 323,Seattle,WA 98101 Specifier: Phone I Fax: (206)957-3900 I E-Mail: Design: Concrete-Oct 8,2019 Date: -10/8/2019 Fastening point: 1.1 Design results Case Description Forces[Ib]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=0;Vx=1,000;V,=0; no 32 Mx=0;MY=0;MZ=0; Nsas=0;Mxsus=0;Mysus=0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2018 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hits AG,Schaan 2 P.12 I0.411I1111:11r19I Hilti PROFIS Engineering 3.0.50 www.hlltl.com Company: Quantum Consulting Engineers Page: 3 Address: 1511 Third Avenue,Suite 323,Seattle,WA 98101 Specifier: Phone I Fax: (206)957-3900 I E-Mail: Design: Concrete-Oct 8,2019 Date: 10/8/2019 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity 01,1/Pv[%] Status Tension - - - -/- N/A Shear Concrete edge failure in direction x+ 1,000 3,183 -/32 OK Loading ON Iv Utilization i3N,v[%] Status Combined tension and shear loads - - - - N/A 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2018 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 P.13 HIL:11"I Hilti PROFIS Engineering 3.0.50 www.hlitl.com Company: Quantum Consulting Engineers Page: 4 Address: 1511 Third Avenue,Suite 323,Seattle,WA 98101 Specifier. Phone I Fax: (206)957-3900 I E-Mail: Design: Concrete-Oct 8,2019 Date: 10/8/2019 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2018 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 P.14 11116. RECEIVED PERMIT APPLICATION CITY OF OCT 1 q 2019 CITY OF FEDERAL WAY Federal Way PERMIT CENTER+33325 8th Avenue South+Federal Way,WA 98003-6325 253-835-2607+FAX 253-835-2609+permitcentera,cityoffederalway.com COMMUNfTY DEVELOPMENT 1y _ t0 � ss /Lit PERMIT NUMBER _ / TARGET DATE SITE ADDRESS SUITE/UNIT# - 2 12- c 2-c -4 bti e S -\...1 PROJECT VALUATION ZONING ASSESSOR'S TAX/PARCEL Y $ 'I°PQM i 3 2_ ( 6 7., _ q ( 0 f TYPE OF PERMIT gBUILDING 0 PLUMBING' 0 MECHANICAL 0 DEMOLITION( y IN/ D 0 ENGINEERING ❑FIRE PREVENTION NAME OF PROJECT li�'^C>r 14*_. CLkMBt A ( (k '. C 1 \\ \CA - ze k--5 PROJECT DESCRIPTION t,J -. .?\t-A C 2 2n-d-` P--t gi;{ rk(t .1[ s "' ,,1"A i''L g Detailed description of work to N12--: t`_eXAs-lei ?65.4-,5( < g �,-k- k-k-tt�pi-5-I Pict_ be included on this permit only 1P vl✓ . ( `�� ( NAME PRIMARY PHONE B '�-F .�.i -\-( Q(.4- t _ k-c - Z -; -z 4 S 5 t✓-- PROPERTY OWNER MAILING ADDRESS E-MAIL 19 6 t S Q`-3 2 CITY '' j STATE ZIP F.Q cC1 a %_:� 1, AA- U- `j- Cl Z 4:2,› N t ,)z.._---- ---P __ t'e,_". I-r`` c: i\S ..,;, (o 4? .71_rte MAILING ADDRESS E-MAIL `'f- CONTRACTOR 4"(£�-� V ) I (.14-4-- -4-- V" WF9`Okk? '1 ('C' ,C ;qt,'� CITY STATE ZIP FAX 1'c i v a/-,rte c..0_._ CI -7.__s--c,,, WA WA STATE CONTRACTOR'S LICENSE t EXPIRATION DATE FEDERAL WAY BUSINESS LICENSE t Ce:3L I'? `B s t t-E-4- t i ct / 1cl zot 1ec1cp (o�oop-v N � ]� PRIMARY PHONE '�`1i 'A-l--�'1 1 1 al r:-; -sF=J" -_ ZA,t',6(.c 1 1-5 APPLICANT MAILING ADDRESS cam.- E-MAIL `t C)'A CO R— k c'1 l - 1 kr(c4.-1(' Gt eivi C:C'c_. ... Ft---i- STATE ZIP- FAX rit-+'(....4\ `u A- `48cA1 N PRIMARY PHONE PROJECT CONTACT 6' (( , . ( ‘2.-cks qKs::71'Z (The individual to receive and MAILING ADDRESS EMAIL respond to all correspondence `-';: q 01 6.1 (9 4 c ( L L?1 -C_i ,Cc;-c,� concerning this application) CITY STATE ZIP FAX NAME PROJECT FINANCING ,,f2OWNER-FINANCED When value is$5,000 or more MAILING ADDRESS,CITY,STATE,ZIP PHONE (RCW 19.27.095) I certify under penalty of perjury that I am the property owner or authorized agent of the property owner.I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct.I certify that I will comply with all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating construction or environmental laws. I further agree to hold harmless the City of Federal Way as to any claim(including costs,expenses,and attorneys'fees incurred in the investigation and defense of such claim),which may be made by any person,including the undersigned,and filed against the city, but only where such claim arises out of the reliance of the city, including its officers and employees, upon the accuracy of the information suppl d to thesity as a of this application.. SIGNATURE: L"V DATE ` I el PRINT NAME: b1'�t -�I"" l7 ( (\5 t.-"k-- Bulletin .-"k-- Bulletin#100-January 29,2016 Page 1 of 2 k:\Handouts\Permit Application